Mil Std 619b

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XIL-STD-619S

12 J une 1968

SI J PESSEDI l i G

MXL- STD-619A

~ March 1962

nIInAsx

STANDARD

~

SOIL aAssxFIcATmt SYSTB

FOB ROADS, AmFxsms,

msMQmTs ARD

SW

Mmc

Downloaded from http://www.everyspec.com

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UUI-STD-619S

DEPARIUESTOF DEFENSE

Washl oston, D. C. 20301

URnIsD

SOIL

crAssIFIcATmRSYSTM

I I I L-STD-619S

1. fhistititw standard is maudatory for use W all ~ts and

Asencies of td DepartamM of Defense.

2. &amended correcticaas,eddltions, or

de. l eti ms shoul d be sddreased

to W S. ~ MobilityEquipnentCc-sod, Mrec*orateof Research, Develop-

ment end Ilnglneerlng,ATTR:

SUEFB-RDE-KX, Po* Belvolr,Virginia,22C60.


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M13-sTD-619s

mxEuoRD

Soilsare sub$ectedto classificationn orderto p-de a generalconcept

of the engineeringharacteristicsf foundation,embankment,and filter

materials. In the preliminarydesisn st-e6e,classificationprovidesguidance

In 10C8t@J areas for detailedsubsurfaceexploration,and In selectingre-

presentativesamplesfor the more cauplexdesigntests such as shear,con-

solidation, Cmpaction, bearing,permeability,end Neu.

~P=P=$m3*

fhal dmi~, cleasiflcaticmpermitseatablislmeatof aoll profiles,the

locaticmmd limits of und8sirdb

=tetiS16 aad potential

borrow areas,end

the criticalfoundaticaconditionwhich @verne the dCLSi@.

DuAns ccmatructicmoperatiam, classificationprovidesa means of eval-

uat~ end CCQt~~ the qualityof foundationend

borrow materiels.

Ccapliencewith

this

standardwill prawba uniformityin soil clasaiflca-

ti- tesmlnolqy, test PTOCedU?W , end tirpreteti~ of =s~ts . *

standerdwIU also previdea cm=

basis for

describingsoil conditions

tb8t CSn be _BtOOd by both

d.eSi@3i end C _i= @@.llM TS .


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MnATD-619B

Page

mraph 1.

Scim

.............................* *....

1

2.

REFEF@TCEtlDWXMIWN

. . . . . ...00.... .*...

1

3. DEFDTITI~............................. 1

3.~

Clessifi.caticslystem................ 1

3.1.1

Co~se-greinedaoila......O......... 2

3.1.1.1

Coarse-grainedoilewitha small

percentageof fines................. 2

3.1.1.2

Coarse-grainedSOIIEwith a

consider~le percsntsgeof fines.... 2

3.1.2

Ploe-greincdaterials............. 2

3.1.2.1

ML dmews ..........o...e.... 3

3.1.2.2

CL anda rows ................... 3

3.1.2.3

OL Saldollroups................... 3

3.1.3

Miscellaneoussoilmaterials........

3

3.1.4 FrozenSoils........................

4. GR9ERAL~

.........*.........

i

I&.1

Identificationr= laboratory

result........... .0............0....

4

DEl AILEQUXR=ER19

....................

4

;:1 Chsmszteristicsf Uofrozensoil

-E PSrtiJ=ttO roads-d

airfields.......................o....

4

5.1.1 General.................*....*.*.*.

4

.5.1.2

Featuresshownon soils

Classiflcatioahaft...,o.ooo.o..o. 5

5.1.2.1

Subdi~sifm0? coarse-gralnad.oil

rows* *-*.***.*.*.*********.*******

5.1.2.2 Vzlueof soilses Subgradeor

subbasemstaielz.......... .........

5.1.2.3

Potentialrrost action..............

2

5.1.2.4

Ccqmeaslbilityand exP8usicdI...... 7

5.1.2.5

Ilrainslpsharacteristics........... 7

5.1.2.6 caapactionqui- ................ 8

5.2

Characteristicsf unfrozensoil

-S Perth- to ~ts sad

fcmmdatias........................... 8

5.2.1 General

...........0................

8

5.2.2

Limitations........................

9

5.2.3 Featuresshowna soils

clazsiflcatimsheet................ 9


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MII fD-6192

Colimm (Centd)

5.2.3.1

5.2.3.2

5.2.3.3

Y.2.3.b

5.2.3.5

5.2.3.6

5.2.3.7

5.3

5:4

5.4.1

5A.1.1

5.%1.2

5.IL1.3

5.4.1.4

5.4.1.5

5.4.1.6

5.4.1.7

5.kl.8

Page

Sui tabi l i ty of sol l a for

dti ti a . . . .. . . . . . . . . . . . . . . . . . . . . 9

PermeaU. l tY Sud Seepe%e control . . . - l o

seepage through emb~8. -. .*ol ool o

Seepage tba-owb fouadati -g . . . . . . . u

control of uplift premuraa........ =ll

CcmplleticmCharacta

rlatics . . . . . . ..om

suitability

f soils for ,

foundaticals........................J3

Grapbicslpresantatlonof Uafmzeo

soils data.......................000.

Lb

Pastures of the ~ soil

OlasaiflcatioasYataa..................14

Partaof the W-.** .....*.....*..14

Clemiflcation of fro- soil,

Bu@r groupd.. o...........o..o...o..lk

Frozen soilsin which segregated

Ice is not visible..................u

Frozen soils in which ice is

visibla............................W

Daacfiptionof substantialIce

strata..............**.**********.

Ideatiflcaticmsadaesmiptioo Of

frozenSa ........i..............ti

Thaw cbaractarlatice..............ii7

Ice.or watercontentof frosen

saturated soils....................d7

GraPbicalprasalltatlmof frosan

soils

bti .......................

..a

rmlm 1.

rlluatrat.ionf Rozea

soil

...............*.*..,*..**.

19

2.

~ of ~ &5il Typaa........~

3.

R@opa@a

of rro- Son Typaa.. *..... *~

v


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MIL-STD-6UB

Wble

I.

II.

Ix.

Iv.

v.

VI.

VII.

VIII.

x.

CoIimm

(Centd)

TABLES

Page

UnifiedSoilsClaasiflcation...........22

TypicalWell (haledaad PcerlyGraded

sau8 ...................................23

Phatlctty

chert........................24

Amd.llIuyLaboretolyIdentiflcatlon

Rocedure

...............................

25

ChamoteristiasPertlneatto Roadsand

Alrflelda...............................S

mwe&e15stlm Mrtinant to maukwnts

end hlmdatioas..=.....................zi

DescrlptialeEd Clemlflcatialof

FrozenSolle

....0.00......00.........0

28

SoilDrg Wei@t, Ice Volume,and

Water

content mtimsM~ . . . ..* . . . . . . . . . . . ..a

Ex-Pleof tbeumofthemea soil

Clae8ificaticmSystemin mcel

~oratica Log....0...0....0......0.0.

0


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14rL-sTD-6192

1. Smm

Tus standardeatablishm criteriafor the classificationof soilsby the

UnifiedS00 Claz6ificationSyztem,includingclazaificatioaof frozen zoilz.

me iszuea of the follouins

doamanta

in effect

08 date of Iwdta%ioo

for

bide tom a part of

tbia staadard

to t ~ epacified hreilt:

Qov2mmTAL

STAmLRm

Uilitcq

Nm-sTD421 -

Test Mthod

for

PavwmentSubgrada,Subbeee,and

2eae-CourseNaterial.

3.1 Clazaiflcationeyztem.

Soile se3.&ne.xietin nature separately00

mad, gravel

,orauyother ai@ocmponent butereuzually fouudae mixtures

vith varyinsproportion of particlesof di~ sizes. Each c5pcment

ccdmibutea ita C

~rietics to the miztu?e. Tlm unifiedCleaaifieatim

syztemiz baaed m those characteristics of the soil which indicatehou it

will behave 02 a coastruotitamterial. This zyateala a modification of

the orisiaal.Caee2rmde Airfield ClazniflcationSyztem. The followia2

propertieshave bean foundztoetuzefulIapredioting howamiluillbehava

22 a comtmctim ~el ml ccmeequently fore tln besia of * Unified

SY8M. The propertiescan be

~ with very simpleteats cad,with

experience,cm be eetimateduith sme eccuryy:

Pammtuos of gravel,sand, MM fines (fimcticm peeing Ho. 2Q0 sieve).

Sham

or the grain-alze dietributica curve.

Plasticityead mnpreaaibility chareetaxtatica.

\

Inthe UnifiedS9ztam,thet30illa

sivenaaame wbiohiahteadadto baa

short description,md

a lat. symbol

which cmziate of X lattaraindi-

catingits principal

~atica. T&ble I a~zea the zyztem,giving

thanllmM, letter zymnma,alld2eneral infomatial -the mile. Iatha

unifiedSystem,aoile are dividedinto coerze-2mMnad d fins-srdmed ma-

teriale. m Cmvmieme

~owti=~m==t =Msawa~~

Bo.200sieva ietemadc~Srdned, Oulauyzadl haviagaorethzam

perceatpeaeingthe Mo.200sievo iatemad fiae grainad.

1


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MIL-STD-619S

3.1.2.1 ML end MH group

s. The symbolsL andH representlow

end high

ccmPrassibilitY,ndan arbitrarydividinglinebetweenthe two is setat

e liquldI.initf 50.

Tha ten compressibilitympliesvolumechange,

shrinkingduringdryperiodsaud swellingduringwet periods,as well as

c&solidrAicmunderload. Therefore,the soilsin theML grouparevery

finesendsor inorgeniceiltawithrelativelylowplasticity.Alsoin-

cludedare hSSS-tYP4 SOfiS end rock fhlrE .

Mlceceousend diatcmeceoue

so~e generallyf- ~thln the ME groupbut may -d into the ML group

when their llquldllmlt is less than 50.

The same is true for certaintypes

of kaolinclaye that have low plasticity.

3.1.2.2 CL endCS grape.

In thesegroups,thesymbolC standsfor

C@T* ~th L -d H ~ot~ low or ~sh cmmmibil.ity as describedin the

precedingparegraph. The soils are primarilyInorganicc-e. Clays with

llquidlimitsbelow 50 are classifiedas CL end are usuallylean cleys or

saudyclqs. C&c with liquidI.lmltaof W end abwe are classifiedas

IX. These Includethe fat c-s, gumbo clays,volcanicCIWS, and ben-

tonlte. The glacialclws of the northernUnited States cover a tide bend

inthe CLend Regroups.

3.1.2.3 OL end OH @ZO@S,

The soils in the OL and OH groupsarecharac-

terizedby the presenceof orgenicmatter,hence the symbolO. Organic

siltsand clays are classifiedin these groups. The materialshave cms-

parativelylow plasticityindexes. The variationwith liquidlimit

correspondsto the m end Bm groups.

3.1.3 Xiscellaueouesoilmateriels. Soilscontaininglargepercentegea

of fibrousorgeaicmatter such es peat aud partially decmposed vegmation

em designatedby the lettersymbolPt.

In addition,cetiainsoilscontain

shells,concretions,cinders,end othernonsoilmaterielsin aufflcient

quantitiesto warrantthe Inclusionsof pertinentphrasesin their claeei-

flcation.

3.1.4 Frozensoils.

Spaoielexpenalonof the UnifiedSoil Cleeslflcatim

Systemia raqulredforfrozen soilsbecauseof the conciseidentification

neaieclby scientletaand angimera.

Identificationof seasonallyfrozan

Qollor pmmfroe t accordingto atrnctural,tivizdmecausedby freezing

and ~, such ea supraparmzfroetrabm+l frost zone, en Illua.

tratod in flgym 1, providm no Infoneationon those factorsof appearance

and pbyeicflpropertiesthat am eeaentialg@&m to the natura and be.

~tiO% ,Oftb s@@8itii3ti th9 f?OZGSlBtate and tO thrsch~a thatnay

ocoarupon thawing. AIQo, moh identificationin not applic~le to specl-

EIina&oaQa intho3abor13torg.

lhwef%ro,a frozenaeil descriptionand

OMOniflcatioisnyetas3that la m@mdent

of tho geeloglcbiatorgor Eod@

of origin oftlvaeieteri~La.naeda+.1.

illssystemshouldalso M capable

of expansionor coatractlonin ordarto provldaany desireddegreeof detail.

3


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wwnents

of a flexible paveman

t structureare high, end only good-quality

materielsare acceptable. However,lW strengthsin subgradematerials

~ be ccmpsmeatedfor in many casesby increasingthe thicknessof over-

lyingconcreteIIIrigidpavaxnen

or of base materialsin flexiblepavement

construction.While the correctdesignof roads end elrfleldpavements

requiresthe evaluati= of soilpropartiesIn more &stallthsm la poesible

by use of the generalsoilsclaaeiflcationsystem,the grouping of soils

in the claeniflca~lcsiystem

provi&e

a generalIndicationof theirbe-

hevior in road and alrfleldconatructlon.

5.1.2

Features

shown on eoi.leclaesiflcationsheet. Ganerel character-

isticsof the soil groupspertinentto roads end eirfleldaare presentedin

tableV. The variousfeatureapresentedare discussedin the fol.lowlng

paragraphs.

5.1.2.1 Subdivisionof coarse-6rdnedsoilSrOUPS. m tableV, col~

3,

(letterqmbols) the basic soil groups,W and S14,have eachbeen subdivided

into tvo groupadee~ted by the suffixesd and u, which have been chosen

to representdesirableaud lees desirable(undesirable)base and subbase

materials, respectively.

This subd.ivlsionppliesto roadsend airfields

cailyaud is baaed on field observation

end

laboratorytestson the behatior

of the coils in these groups.

Basis for the subdltisiouis the liquidlimit

d plasticityindex of the fractionof the soilpaesdngthe Ho. h sieve.

The suffixd is used when the liquid llmit is 25 or less end the plasticity

index is 5 or leas;otherwise,the suffixu is used. Typical.symbolaor

soileIIIthesegroupeareGM endBMu,etc.

5.1.2.2.Value Of SOi.~8SS SUbgZ=dS

or subbasematerials.The desctiptlms

In t~le V, COhllllS, 8, end

9 give

a generalI.ndlcatlonf the suitability

of the soil groupsfor use es subgrede,subbase,or base materials,provided

theyarenot sq6i0t tQ frost action. In em= *re frost hea* is a

problsss,he value of materialsas subgradeeehallbe x-d=ed, dependingon

the potentialactionof the material,es shownin col- 3.0. Correctdesign

procedures

shmld be used in

aituatiom wherethis is a problem. The coarse-

grdned soils in generalmake the best subgrti, subbase,and base material.e.

The @l grouphas

excellent

quaMties ae a sub- eud subbaseand is good

aa a bate material. The ndjeotiw excellentis not used fOr SIW of -Se

aolla for @tis&courses; It is considered that the adjective excellent

should be

uied in tiference

to a blghqualltyproceaaedcrushedstone.

Poorlygradedgravelsand scatssIIW gravels,groupe6P and GMd, are ncm-

Z, ~eightly less desirableee eub~ or subbasematerials,and

~Q ccaulitionsay * used as base materials. Hoaayar,

poor imadntl= end other factorscouldreducethe value of these s011sto

mch ent.entthat they

offer only iaodsratsatrawth

and thereforetheir

5


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Im-sTD-619B

valuees a base materielis questionable.

The (MJ,OC, endSW groupsare

reasonablyoodas subgredeor selectmateriels,ut aregenerallypcmr

to not suitableas bases. TheSP andSMd soilsusuallyareconsideredfair

to goodsubgredeaudsubbasemateriels,ut in generalarepoorto not

ewitebleforbasemateriels.Thefine-greinedoilsrangefrasfelrto

=W -r stigradamaterialsas follows:

Siltsendleanclays(XLendCL),

fairto

poor;

organicsilte,lean organiccleys,aud micaceoueor diato-

maceoussoile (OL end ME), poor; fat clays end fat organicclays (CH aud OH),

poor to very ~r. These qualitiesare caspensatedfor in flexiblepave-

ment ~esignby Increasingthe thicknessof overlyingbase materials,end

in rigidpavwmentdesignby increasingthe pavementthickneesor by the

additionof : %se courselayer. Hone of the fine-grainedsoilsera suit-

ablees subb~ ::swnderbituminouspavements,but soilsin the ML smd CL

groupsmay be used as selectmaterials. The fibrousorganicsoils (group

Pt.)arevery poor subgredemcteriel.snd shouldbe removedwhereverpossi-

ble; otherwiee,speci~ constructionmeasuresshouldbe adopted. They are

not s~uitables subbaseend basematerials. The CSR valuesshownin column

L5 givea relativeindicationof the strengthof the varioussoil groups

t design.~ used in fltible pavemen Siuil.arly,values of s.ubgrademodulus

(k) in column 1.6are relative indications of strengths frcm plate-bearing

tests as used in rigid pavement design.

As these tests are used for the

deBign of pavenents, actual test val+es should be used for this purpose

instead of the approximate values shown in the tabulation. For wearing

surfaces on unsurfaced roads, send-cl~-gra=.~elmixtures (OC) are norsmlly

cccmidered the most satisfactozy. However, they shouldnot containtoo

largea per:enteg?of finesend the plasticityindexshouldbe in the range

of 5 to about15.

..

5,.1.2.3Potentiaifrostaction. The relativeeffectsof frostactioncm

the varioussoil groupsare shownin tableV, column10. Regardlessof

the frostsusceptibilityof the varioussoil groups,1two conditionsmust be

presentsimultaneouslyefore frostactionwill be a s%lorconsideration.

Theseare a sourceof waterduring the freezingperiodend a sufficient

periodfor the freezingtemperatureto penetratethe gpmd. Water neces-

saryfOr the formationof ice lensesmey becmueavailablefrm high grcnmd-

watertable,capillarysupply,water held withinthe soilvoids,or through

inflltratias.The degreeof ice formationthat will occurisiany given

caseis markedlyinfluencedby entironmantalfactorseuch as topographic

positica,stratificationof the parentsoil,transitionsinto cut sections,

lateralflow OF water frasside cuts,locelizedpocketsof petihedground

water,end drainageconditions.

In genera, t@ siltsend fine silty

sendsare the worst offendersas far as frostis concerned. Coarse-grdned

materialswith littleor no finesare effectedonly slightlyif at all.

Clays (CL end CE) are eub$ectto frostaction,but the loss

of

strengthof

suchmaterials~ not be as greatas for siltysoils.

Inorganicsoils

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MIL-STD-619S

containing less th~ 3 percent by weight of grains fi.nerthen 0.02 mm. in

dia2eter es-egenerally nonfrost-susceptible. Where frost-susceptible soils

are encounteredin subgradesand frostis .sdefiniteproblem,t;o acceptable

methodsof desi~ of pavementsare available.

In one a sufficientdepth

of acceptablegrsnularmaterialis placedover the soilsto prevent freezing

in the subgredeend the consequentdetrimentaleffectsof frost action. In

the other method a reduceddepth of granularmaterielis used, thereby

allowingfreezingin the subgrede,end the designis based on the reduced

strengthof the subgradeduringthe frost-meltingperiod. In many caaea,

appropriate-W =asWs to Preventthe accumulationof water in the

soilpores help to diminishice segregationin the subgradeend subbase.

5.1.2.~ Cmnpressibilityand

expansion.

These soil characteristicsmay be

of two types insofares their applicabilityto road and ~ dasi~ is

concerned. The firstis the relativelylong-termccsupressionf consolida-

tion under the deed weight of the structure,end the secondis the short-

tens compressionend ieboundundermovingwheel loads. The long-terncon-

solidationof soilsbeccsnesa factorin designprharlly when heavy fills

are made on canpressiblesoils.

If adequateprovisia is made for this type

of settlementdwrlngconstruction,it will have little influenceon th6

load-carryingcapacityof the pavament. However,when elasticsoilssub$ect

to compressionend reboundunderwheel load are encountered,protectionmust

be ptided, es even smellmovementsof this type soil may be detrimentalto

the base end we+rlngco~se of pavements. The free-drtining>Coarse-gralned

soils (GW,GP, SW, end 9P), which in generalmake the best subgradeand

subbasemateriels,exhibitalmostno tendencytowardhigh compressibl.lityr

expansion. In general,the compressibilityof soils increaseswith

inereeaingliquldlimit.

This is not ccispletelyrue, es.c~ressibil$ty

is also influencedby soil structure,grain shepe,previousloadinghietory,

endother factorsthat are not evaluatedin the claasiflcati~ system.

Undesirablecmseibillty or expansioncharacteristicsmay be reducedby

distributionof loadthrougha greaterthicknessof overlyingmaterial.

This, in general,la adequatelyhandledby the @It methodof designfor

flexiblepavements;however;rlgldpavementsmay requirethe additionof

en acceptablebase courseunderthe pavement.

5.1.2.5 Drainagectmrecteristica.The drtinegec

herecteristicsof Soiie

are a directreflectionof theix penneebillty. The evaluationof drainage

chaxeeterieticsof soils for use in roads and runways

is shown in teblsv,

colwm 12. The presenceof wieture in base, subbase,end subgredematerials,

=* b m-~, co=se-sr- soils,meY cause the develqsesntof

pore-waterpresauma emd loea of etmngth. Yhe moisturew ccsse_ in-

filtrationof rain mkm, or by capillay rise fnm an mderw water

table while free-draining materiels mmait rapid drainix of water,tkey

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MIL-STD-619E

penuitrapidingressof water elsd,

end if

suchmaterialsare adjacentto

lesspervlouematerielsend have freeaccessto water theyx servees

reservoirsto saturatethe lessperviousmateriels. Therefore,in most

inataucesadequatedrainagesystemsshouldbe provided. The gravellyend

SSUdYSoileWith ~ttie or no fhes (SZOUPS, GP, SW, and SP) haVS

excellent&elnege characteristics.

The GM and SMd groupshave fair to

peer drainagecharacteristics,hereasthe Qiu, GC, SMu, end SC groups

~ be practicallyialpervlouasoilsof the ML, m, end Pt groupshave

fairto poor drainagecherecterlstics.All of the othergroupshavepoor

~ characteristicsr era practicallyimpervious.

5.1.2.6 CUSP

actionS qU@nellt The caspsctionof soilsfor roadssad

ND-S Y e~cl~ for the latter,requiresthat a high degreaof density

os attainedat the the of constructionin orderthat detrimentalconsoli-

dationwill not takeplace undertraffic. In addition,the detrimental

effectsof water era lessenedin caseswhere saturationor,mearsaturation

takesplace.

Processedmateriels,suchas crushedrock, are oftenused es

a base courseand suchmaterialsrequirespecialtreatmentin ccsspaction.

Types of compactionequipmentthatwill normallyproducethe desiredden-

sitiesare shownin tableV, column1.3.Severaltypesof equlwent are

listedfor scsseof the soilgroupsbecausevariationsin soiltype withina

givengroupmay requirethe use of differentequiprait. In scawcasesmore

than one type of equipsentmay be necesscuyo producetha desireddensities.

Steel-wheeledrollersera reccavsendedor angularmaterielswith limited

amountsof fines,crawler-typetractorsor rubber-tiredrollersfor gravels

aud send,end sheepsfootrollersfor coarse-greinedor fine-grainedsoils

havingthe saw cohesivequalities.

Flubber-tiredollersare also reccss-

mendedfor finalcompactionoperationsformost SOQ8 exceptthoseof

bi@ llquidlimit (group,H).

Suggestedminimumweightsof the various

typesof equipmentfor eirfleldconstructionare shownin note 2 of tableV.

In column14 are shownrangesof uoitdry weightfor soilsccmpactedaccord-

ingto MIJAVrD-6~,method100, caspactioneffortCl 55. Thesevalws.are

includedprimarilyfor guidance;designor controlof constructionshould

be baaedon test resMs.

5.g

characteristicsf unfrozensoil gr

Oups~rtinent to asbenkmantsand

flxl uhtions

5.2.1 General.

The majorpropertiesof a soilproposedfor use in au

~ankment or foundationthatere of concernto the designor ccmatructicn

engineerera ita strength,permeability,consolidation,xpeusion,d com-

pectiohcherecterist~cs. Other,features be invimtigetwifor a

specific

problqp,Wt M general sc of ~ of .theproperties.tioned aboveare

of p@ma+y importancensheimthembtint or foundationprojectof say

@t- .

It is ccessonracticeto evaluatethe propertiesof the soilsin

qwstion by meaus of laboratoryor field.tistsend to use the resultsof

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mL-sm-619B

such tests 8s a beeis for desigsend construction.

The factorsthat ln-

flwnce strength,consolidation,end other characteristicsare n

Isnerouzend

some of them are not completelyunderstood;consequently,it is impractical

to evaluatethese featuresby means of a generalsoilsclassification.

However,the aoll group8 in a given classificationdo have reasonablyslm.i-

lar behetiorcbarecteriatica,aud vbi.lesuch infonzationia not sufficient

for dealgnpurposes,It till give the engineeren indicationof the behavior

of a soilwhen wed se a componentin construction. This is especiallytrw

in the prel.blneryexemlneticmfor a Prc@3ct when neithertime nor money

fora detailedsoilstestingprogramis available.

5.2.2

.Limitatione.only generalizedctiteristics Of the soil grOUFS

are includedin this standard,snd they shouldbe..ueedprlmerily8s a SU.de

end not es the caepleteeneverto a problem.1 Po? example,it is possibleto

de8ign end constructen earth embankmentof @most w typo of soil ~. upon

practicallyany fouodetion;this ia in eccon+encewith the worthwhileprin-

ciple of utllizlngthe materielsavailablefor construction.However,when

a choiceof materialsis possible,certainof\theavailablesoilsx be

better suitedto the ob then others.

It is m this beeis that the ~ebavior

characteristicsof soils are presentedin the folloving

eragrapheendon

the classificationsheet. The use to vhich a structureis to be put is

no=@Y the priwipd .@citins fector h tm se~ion of SOfl tYI=S * ~

8s the type of protectivemeasuresthat vlll be utilised. Since each struc-

ture is a specialproblem vithln itself,it Is impossibleto ck all poe-

siblisconsiderationsIn the descriptionof pertinentsoil cherecterlstics

Containedherein.

_

5.2.3 Featuresshovn on SOILSclezslflcationsheet.

Generalcharacter-

isticsof the soil groupspetiinentto awbenkment end foundationsare pre-

sentedIn table YI. The -,puz featuresare discussedIn the fdlovlng

~w~ .

5.2.3.1 Suiteblli@

of solle for embankments. Threemajor ret- that

influencethe aultebilityof-soilsfor use In embankmentsare permeebili~,

s-h, and ease of costpecticm.

The gravallyand saudy soilsvlth little

or no fines,groups~, GP, SW, end SP, are stable,pervlQus,mui attain

good cqtion vlth crewler+pe tractorsaud rubber4irad rollers. The

pwrlY-sre@d ISS-elS w not be @te 8S desirable8s thosevhich em veil

graded,but all of the materielsare sultsblefor use in the perviow see-

tione of earth -ankewnts. poorly-gradeds- (SP)MY be more diffiewlt

to utilizeand, * general,shouldhave flattere8benheent

elopeathem the

Susoile. Thegravele ends* vith fines,groupe,m,m,sn,endsc,

lhm vsudablechareeterietlca@endlns

Cslthenatum of the fine freotion

end tlm gradationof tha entiresample. These materielsera often ewffi-

Oielmpervlone amdetableto bewsedfor ~ouesectione of~-

nente. 7he soilsin these groupsshowldbe carefullyexeminedtoinawre

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thatt~byare correctlyzonedwith relationto othermaterialsin an e&@.nk-

ment. Of the fine-greinedsoils,the CL group is be8t adaptedfor embankment

construction;the soilsare Impervious,fairlystable,end glvQ fairto gcod

C=mdim tith a shaepsfootolleror rubber-tiredo~er.

TheMS soils,

whilenot desirablefOr rolled-fillconstruction,may be utilizedin the

core of hydraulic-fillstructures. Soilsof the ML groupmIW or mey not have

good crsspactionharacteristics,ndin gx$nerslustbe closelycontrolled

in the fieldto securethe desiredstrength. (Xlsoilshave fairstability

when used on flat slopesbut have detrimentalshrhkege cherecterlstics

whichmay necessitateblanltatinghem or incorporatingthem in thin interior

coresof embemknmnts Soilscontainingorgeuicmatter,groupsOL, OH, and

I%, are not comonly used for embankmentconstructionbecauseof the detri-

mentaleffectsof the organicmatterpresent.

Such materialsmay oftenbe

utilizedto advantageIp blauketsand stabilityberms where strengthis not

of Importance.

5.2.3.2 Permeability and seepage

control. Since the permeability (table

VI, column B

) and requirements for seepage control (table VI, column 12) are

essentially functions of the same property of a soil, they will be discussed

Jointly. The subject of seepage in relation to embankments and foundations

may be roughly divided Into three categories: (1) aeepege through embank-

ments; (2) seepage through foundations; and (3) control of uplift pressures.

These are discussed in relation to the soil groups in the following paragraphs.

5.2.3.3 Seepeg e throughembankments.

In thecontrol of seepagethrough

embankments,it is the relativepermeabilityof adjacentmaterialsrather

thanthe .Sctualermeabilityof such soilsthat governstheiruse in a sIven

location. An earthembankmentIs not watertightaud the allowablequantity

of seepagethroughIt Is largelygovernedby the use to whichthe structure

Is put; for.example,In .aflood-controlprojectccemiderableseepage~. be

allowedand the structurewill stillfulfillthe StOXVA@zwquiramants

whereasfor an irrigationprojectmuch less seepageis allowablebecause

pool levelsmustbe maintained.

The more impervioussoils (Q4,Gc, w, SC>

CL, ME, end CE) may be used In core sectionsor in homogeneousembankments

to retardthe flow,of water.

Where it is importantthat seepagenot emerge

on the downstreamS1OPSor the ~ssibility of drawdownexistson upetream

slopes,more perviousmaterielsare usuallyplacedon the outerslopes. The

coarse-gralned,ree-drabingsoile (H, GP, SW, 9P) are best suitedfor

this pyrpose. Where a varietyof materialsis available,tlwy are usually

gradedfhYU leastpervlouato more pe~ouz fruuthe center.of the ~enk-

ment outunrd. Cave shouldbe used in the arrSngementor Mterlals in the

mbnkment to preventpipingWithinthe section. The foregoingStateelente

\ do not precludethe use of otherermngamants of mstarialsin embankments.

Dema have been constructedsuccessfullyentirely~f saud(SW,

SP, S@ or

of silt (MJ with the sectionmade large enoughto reduceseepageto au

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dl owsb. e valuewithoutthe use of an imperviouscore. .ofarse-grainedoils

areoftenwed in &sins andtoe sectionsto collectseepagewater in down-

streamsectionsof embankments. The soilsused will dependlerselyupon

the materielthat they drain; in general,free-drainagesauds (SW,SP) or

~vela (@J,GP) are preferred,but a silty send (S@ nap effectivelydrain

a Olay CL, C@ and be

entirely

satisfactory.

5.2.3.b Seerm8athreugb foundations. As in the case of eabau10mnt8,the

use of the structureinvolvednormalXf

detenmineathe amountof saelwute

controlnecessaryin foundations. C&es couldbe citedwhere the % of

water througha perviousfound&tionwould not constituteen excessivewater

loss and no seepsgeccntrelmeasureswouldbe necess~ if sdaqueteproti-

aicllewere ma$e e@nat piping in criticalareas.

If see- controlis

desired,then the mozw pervioussoils are the soils in which necesearymea-

suresmustbe taken. Pree-draininggravels,(~, GP) era capableof cerry-

ing considerablequantitiesof water, and scmemeans of pot3itiveoqtrol

such as a cutofftrench~ be necessary.

clean sends (SW,SP) q be con-

trolledby

a cutoffor by sn upetreemimpervious

blanket. While

a drahage

trenchat the downstreamtoe or a line of reliefwells vill not reducethe

saiouutof s~, eitherwill serveto controlseepese.- ~~ tw ~

into collectorsys~ where it can be led awsy harmlessly. Slightly18.Ss

pavioue matetiel,such as silty gravels(Qf),silty saodi (S@, orsilts

(~), x requirea minor amountof seepagecontrols~h - t~t affotiw

by a toe trench,or if they are sufficientlyimperviousno ccatrolW be

necess~.

Tha relctivalyimpervioussoils (GC,SC, CL, OL; ME; C& qml 01$

w- -s such 8 smellvolume of water that seapesecontrolmeesvresare

not neceasery.

5.2.3.5 Ccatiolof @ift

preisuree. The problemof controlQf uplift

pmsaureg

is directly

associatedwit

h p%~oue foundationsoile. ?pli~

pres6ures~ be reduced

ti ~unS t~ peth of SK+@ (by a mtqft

or,~ream blenkst) or by measure

s for presaurcreliefin the fom of

wllc, drainagetrenches,&aimx3e blcukets,or perviouedownstreamsliel18

x-drdning &&ale (Gu~GP) may be treatedby q of the cforsmenti~

preceduree; ~, to obtainthe dSSi?Cd@lWSUM relief, t@ uS~ of a.

poaitimccutoff~, be preferred,as blanket,well, w trssIc@Inatallat$q

Wuuldpr@ab3y have to be too ~im for economicalaec%

dasirediesum Freedminhg

muds (SW,6P) ere gemmlly

- ~ ~ d, saqI&?snt&, * mmmm of water that Rw3t:bkYcom-

&alldi for prgmsurereliefin usuallyLsen: flssrefore pocithm mtgf%

~xwtberequiredandan~ blaaket;wlls, ora Vastre@hm@. ba

QntirolyOffectiva. In Scs?@C&wa a cosMEstion of bled t Q@ krsinoqe

Documents

Mil Std 619b